CN101886545A - Method for treating bottom heave of soft rock roadway by using micro broken stone pipe cast pile - Google Patents

Method for treating bottom heave of soft rock roadway by using micro broken stone pipe cast pile Download PDF

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Publication number
CN101886545A
CN101886545A CN 201010225781 CN201010225781A CN101886545A CN 101886545 A CN101886545 A CN 101886545A CN 201010225781 CN201010225781 CN 201010225781 CN 201010225781 A CN201010225781 A CN 201010225781A CN 101886545 A CN101886545 A CN 101886545A
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CN
China
Prior art keywords
stake
pipe
broken stone
soft
hole
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CN 201010225781
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Chinese (zh)
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CN101886545B (en
Inventor
王金安
纪洪广
李翼
张少杰
郭俊男
李飞
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北京科技大学
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Priority to CN2010102257816A priority Critical patent/CN101886545B/en
Publication of CN101886545A publication Critical patent/CN101886545A/en
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Abstract

The invention belongs to the mine field, relates to a mine roadway treatment method, and particularly relates to a construction method for treating bottom heave of a bottom plate of a mine soft rock roadway. The construction method mainly comprises the following two parts of: setting and constructing a micro broken stone pipe cast pile, and dropping water at the same time; and casting the bottom plate during secondary support. Based on the mechanical principle of the bottom heave of the bottom plate and the water-swelling physical principle of the soft rock, the method ensures better effect of treating the bottom heave of the bottom plate of the soft rock roadway and lower treatment cost.

Description

A kind of micro broken stone pipe is annotated the method that the soft-rock tunnel pucking is administered in stake

Technical field

The invention belongs to the field, mine, relate to mine laneway improvement method, particularly a kind of job practices that is used for the improvement of mine soft-rock tunnel base plate pucking.

Background technology

When the coal-mine soft-rock tunnel is subjected to seam mining and influences, because therefore the stress changes that the tunnel exploitation produces and the characteristic of Swelling of Soft Rocks Meeting with Water very easily cause the serious pucking in tunnel.Concerning some are equipped with the tunnel of big scale fixed equipments, if bigger pucking takes place, will cause the fixed equipment basic slope, influence the use of equipment, bring serious threat to the safety in production of mine.At this class problem, the main at present measure of adopting has: add methods such as anchor pole (rope), floor grouting, concrete anti-arch, joint-cutting, boring at base plate and reinforce or release, for example: publication number is prior aries such as CN10164130A, CN200946515Y and the flat 8-4468A of TOHKEMY.Though these methods can obtain the effect of certain control surrouding rock deformation, but owing to only considered the mechanical mechanism of base plate pucking, and do not consider the Physical Mechanism of Swelling of Soft Rocks Meeting with Water, underground water still is present in the middle of the base plate, thereby control pucking effect is relatively poor, especially for the bigger soft-rock tunnel of rock expansion rate, said method is poorer to the control effect of pucking, and the cost of improvement pucking is very high.

Summary of the invention

The objective of the invention is in order to solve soft-rock tunnel base plate pucking problem, and a kind of job practices of utilizing micro broken stone pipe to annotate stake is provided.

A kind of method that is used for the improvement of mine soft-rock tunnel base plate pucking, concrete job practices is as follows: (1) ground: obstruction and the foreign material of removing the job site; (2) unwrapping wire and definite drain hole and broken stone pile stake position: according to the design scheme unwrapping wire, find the stake position accurately, rig is placed on the stake site that will punch; The described stake position employing rhombus mode that lays out pile is provided with 8-9 campshed position in the tunnel on vertically; (3) pore-forming: start rig, make it vertically pierce the stratum to projected depth, vertical outermost stake hole is to 20 ° of both sides offset from perpendicular along the tunnel; (4) joint bar: behind the pore-forming, common stake position insertion tube cornice has the steel pipe in some holes, inserts pvc pipe in the drain hole, and carries out the drainage pipe connection according to conventional method; Described drain hole is vertical outermost and central stake hole along the tunnel, and described common stake position is the stake hole except drain hole; (5) reinforced: all piles hole and tube wall have in the gap of the steel pipe in some holes or pvc pipe the filling rubble to the aperture; (6) precipitation: described pvc pipe connects water pump, carries out draining, is reduced to below the broken stone pile until water level; (7) slip casting: adopt grouting pump that the steel pipe that the tube wall in the stake hole has some holes is carried out slip casting, final grouting pressure is controlled at 3~5MPa, forms micro broken stone pipe and annotates stake; (8) base plate reinforcing bar binding: after the stake of micro broken stone pipe notes was finished, the distortion through after a while absorbed, and carried out the base plate reinforcing bar binding after stablizing; (9) the anchoring broken stone pipe is annotated the stake joint bar: the steel tube end part that tube wall is had some holes is anchored at reinforcing cage top; (10) bottom board: formwork, and to base plate cast C30 concrete; (11) finish micro broken stone pipe and annotate the whole construction course that soft-rock tunnel base plate pucking is administered in stake.

Wherein the diameter in drain hole and broken stone pile stake hole is 200mm in the step (2), and the degree of depth is 3000mm, and spacing is 600~800mm.

The specification that the described tube wall of step (4) has the steel pipe in some holes is φ 26 * 3200mm; The specification of described pvc pipe is φ 50 * 3200mm, and the pipe bottom adds filter screen.

The described rubble of step (5) is unweathered clean gravel or rolls rubble and form that particle diameter is controlled at 20-50mm, and mud content is not more than 5%.

The described grouting pump of step (7) is a 2TGZ-60/210 type biliquid speed governing high-pressure injection pump; Slurries during slip casting adopt single liquid cement-sodium silicate slurries, and water/binder ratio is 1: 1, mix the 40BE water glass of 3% weight portion.

The present invention has following beneficial effect: the water permeability that (1) is good.Micro broken stone pipe is annotated stake because pile body is exactly to be made up of the fabulous rubble of permeability, and one of reason of distension is exactly the rock stratum water-swellable at the bottom of the soft-rock tunnel base plate, the coefficient of expansion is bigger, micro broken stone pipe is annotated stake and at work progress and use king-pile cognition surrounding rock body is produced compacted effect, make the water in the rock mass see through the pile body discharge, thereby weaken the distortion that causes because of the rock stratum water-swellable.(2) improve the base plate lithology, absorb horizontal distortion.By being set, the base plate micro broken stone pipe annotates stake, can displace a part of base plate soft rock by the less pile body of enough distortion, reduce rock mass deformation from measuring, the ratio of rigidity base plate soft rock of micro broken stone pipe notes stake is big simultaneously, but it is littler than steel and concrete, it can adapt to bigger distortion in loading process, can absorb a part of rock mass horizontal distortion, makes base plate bulk deformation amount reduce.(3) bear ground rail and equipment vertical load.What form after base plate is provided with the stake of micro broken stone pipe notes is a kind of composite foundation, when upper load is delivered on the ground, the stress redistribution will take place, concentrate thereby cause partial pressure to be annotated on the pile body to the bigger micro broken stone pipe of rigidity, this pressure can promote the total bearing capacity of base plate.(4) uniform Bottom Pressure.The base plate micro broken stone pipe is annotated and will be formed the composite bearing structure with rock mass after stake is finished, and Bottom Pressure is evenly distributed, and avoids stress to concentrate, and load finally is passed to the steel bar stress carrying.

Description of drawings

Fig. 1 is the soft rock roadway support profile;

Fig. 2 is stake position plane of arrangement figure;

Fig. 3 is a gutter connected node vertical view in 1-1 place among Fig. 2;

Wherein: 1-drain hole pvc pipe, 2-broken stone pile tube wall has the steel pipe in some holes, 3-tee pipe coupling, 4-rubble, 5-anchor pole pallet, 6-nut

The specific embodiment

The horizontal shaft station of secondary vertical+786m, tunnel, secondary vertical shaft station, certain colliery is designed to wear a layer tunnel, pass two coal seam floors and two coals, the physical characteristic of two coals is black, bulk, half phaeism coal, weak pitch gloss, joint and cranny development, ature of coal is softer, is the regular coal seam of simple structure.The coal seam totally presents from west to east, by the north orientation south trend of attenuation gradually; Two coal seam floors are light grey packsand, argillaceous agglutination, and rock strength is low, and is easily softening, causes the base plate distension to rise, and maximum end distension amount 1400mm causes track deformation, and head-room is not enough.Normally carry out for guaranteeing to produce, need administer, the roadway floor deflection is reduced, unlikely orbital motion and the production safety of influencing floor lift in gallery.

The stake of micro broken stone pipe notes is made up of discrete material itself, and itself does not have adhesion strength, and pile body bears the intensity of vertical load mainly by the constraint of surrounding rock body and the friction of pile shaft material, and field of load concentrates on stake and pushes up near about the 4 times stake footpath scope.Construction mainly is divided into following two parts and carries out: at first carry out setting and construction that micro broken stone pipe is annotated stake, carry out precipitation work simultaneously, carry out the base plate cast then when secondary supporting.

Do below in conjunction with 1~3 couple of the present invention of Figure of description and to describe in further detail:

(1) ground: obstruction and the foreign material of removing the job site;

(2) unwrapping wire and definite stake position: according to the design scheme unwrapping wire, find the stake position accurately, rig is placed on the site that will punch; The described stake position employing rhombus mode that lays out pile is provided with 8-9 campshed position in the tunnel on vertically;

(3) pore-forming: start rig, make it vertically pierce the stratum to projected depth, vertical outermost stake hole is to 20 ° of both sides offset from perpendicular along the tunnel, and the diameter in stake hole is 200mm, and the degree of depth is 3000mm, and spacing is 800mm;

(4) joint bar: behind the pore-forming, common stake position insertion tube cornice has the steel pipe 2 in some holes, inserts pvc pipe 1 in the drain hole; Described drain hole is vertical outermost and central stake hole along the tunnel, and described common stake position is the stake hole except drain hole; Wherein, to have the specification of the steel pipe in some holes be φ 26 * 3200mm to tube wall; The specification of pvc pipe is φ 50 * 3200mm, and the pipe bottom adds filter screen;

(5) reinforced: all piles hole and tube wall have in the gap of the steel pipe in some holes or pvc pipe filling rubble 4 to the aperture, and rubble is unweathered clean gravel or rolls rubble and form that particle diameter is controlled at 20-50mm, and mud content is not more than 5%;

(6) precipitation: pvc pipe 1 connects horizontal drain pipe by tee pipe coupling 3, and horizontal drain pipe connects water pump, carries out draining, is reduced to below the broken stone pile until water level;

(7) slip casting: adopt 2TGZ-60/210 type biliquid speed governing high-pressure injection pump that the steel pipe that the tube wall in the stake hole has some holes is carried out slip casting, final grouting pressure is controlled at 3~5MPa, slurries during slip casting adopt single liquid cement-sodium silicate slurries, water/binder ratio is 1: 1, mixes the 40BE water glass of 3% weight portion.

(8) base plate reinforcing bar binding: after the stake of micro broken stone pipe notes was finished, the distortion through after a while absorbed, and carried out the base plate reinforcing bar binding after stablizing;

(9) the anchoring broken stone pipe is annotated the stake joint bar: the steel tube end part that tube wall is had some holes is anchored at reinforcing cage top by anchor pole pallet 5 and nut 6;

(10) bottom board: formwork, and to base plate cast C30 concrete;

(11) finish micro broken stone pipe and annotate the whole construction course that soft-rock tunnel base plate pucking is administered in stake.

The above only is the schematic specific embodiment of the present invention, is not in order to limit scope of the present invention.Any those skilled in the art, equivalent variations and the modification done under the prerequisite that does not break away from design of the present invention and principle all should belong to the scope of protection of the invention.

Claims (5)

1. a micro broken stone pipe is annotated the method that the soft-rock tunnel pucking is administered in stake, it is characterized in that: may further comprise the steps: (1) ground: obstruction and the foreign material of removing the job site;
(2) unwrapping wire and definite drain hole and broken stone pile stake position: according to the design scheme unwrapping wire, find the stake position accurately, rig is placed on the stake site that will punch; The described stake position employing rhombus mode that lays out pile is provided with 8-9 campshed position in the tunnel on vertically;
(3) pore-forming: start rig, make it vertically pierce the stratum to projected depth, vertical outermost stake hole is to 20 ° of both sides offset from perpendicular along the tunnel;
(4) joint bar: behind the pore-forming, common stake position insertion tube cornice has the steel pipe in some holes, inserts pvc pipe in the drain hole, and carries out the drainage pipe connection according to conventional method; Described drain hole is vertical outermost and central stake hole along the tunnel, and described common stake position is the stake hole except drain hole;
(5) reinforced: all piles hole and tube wall have in the gap of the steel pipe in some holes or pvc pipe the filling rubble to the aperture;
(6) precipitation: described pvc pipe connects water pump, carries out draining, is reduced to below the broken stone pile until water level;
(7) slip casting: utilize grouting pump that the steel pipe that the tube wall in the stake hole has some holes is carried out slip casting, final grouting pressure is controlled at 3~5MPa, forms micro broken stone pipe and annotates stake;
(8) base plate reinforcing bar binding: after the stake of micro broken stone pipe notes was finished, the distortion through after a while absorbed, and carried out the base plate reinforcing bar binding after stablizing;
(9) the anchoring broken stone pipe is annotated the stake joint bar: the steel tube end part that tube wall is had some holes is anchored at reinforcing cage top;
(10) bottom board: formwork, and to base plate cast C30 concrete;
(11) finish micro broken stone pipe and annotate the whole construction course that soft-rock tunnel base plate pucking is administered in stake.
2. micro broken stone pipe according to claim 1 is annotated the method that the soft-rock tunnel pucking is administered in stake, it is characterized in that: the diameter in drain hole and broken stone pile stake hole is 200mm in the step (2), and the degree of depth is 3000mm, and spacing is 600~800mm.
3. micro broken stone pipe according to claim 2 is annotated the method that the soft-rock tunnel pucking is administered in stake, and it is characterized in that: the specification that the described tube wall of step (4) has the steel pipe in some holes is φ 26 * 3200mm; The specification of described pvc pipe is φ 50 * 3200mm, and the pipe bottom adds filter screen.
4. micro broken stone pipe according to claim 1 is annotated the method that the soft-rock tunnel pucking is administered in stake, it is characterized in that: the described rubble of step (5) is unweathered clean gravel or rolls rubble and form that particle diameter is controlled at 20-50mm, and mud content is not more than 5%.
5. micro broken stone pipe according to claim 1 is annotated the method that the soft-rock tunnel pucking is administered in stake, and it is characterized in that: described step (7) grouting pump is a 2TGZ-60/210 type biliquid speed governing high-pressure injection pump; Slurries during slip casting adopt single liquid cement-sodium silicate slurries, and water/binder ratio is 1: 1, mix the 40BE water glass of 3% weight portion.
CN2010102257816A 2010-07-05 2010-07-05 Method for treating bottom heave of soft rock roadway by using micro broken stone pipe cast pile CN101886545B (en)

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Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102797478A (en) * 2012-08-27 2012-11-28 中国矿业大学 Method for preventing bottom squeeze of soft rock roadway by using distributed shear-resistant slip-resistant reinforced concrete pile
CN102852528A (en) * 2012-04-01 2013-01-02 中国矿业大学 Method for controlling floor heave through inverted arch anchoring beam
CN102953372A (en) * 2012-11-14 2013-03-06 福建工程学院 Steel pipe pile and construction method thereof
CN103089304A (en) * 2012-12-21 2013-05-08 太原理工大学 Heaving floor monitoring method
CN103291327A (en) * 2013-05-07 2013-09-11 中国矿业大学 Steel pile method for controlling floor heave of gob-side entry retaining
CN103557009A (en) * 2013-11-15 2014-02-05 山东科技大学 Row pile retaining and protecting method for preventing roadway floor heaving
CN103628898A (en) * 2013-11-15 2014-03-12 山东科技大学 Continuous wall supporting method for preventing floor heaving of roadway
CN104481556A (en) * 2014-11-25 2015-04-01 安徽理工大学 Method for treating floor heave of inclined tunnel in coal mine
CN104500099A (en) * 2014-11-25 2015-04-08 安徽理工大学 Treatment method for colliery roadway floor heaves
CN106522983A (en) * 2017-01-10 2017-03-22 山东科技大学 Method for preventing and treating bottom heaving of strong-water-swelling soft rock roadway
CN109139057A (en) * 2018-10-29 2019-01-04 六盘水师范学院 A kind of coal cutting roadway bottom plate water suction pucking administering method

Families Citing this family (3)

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Publication number Priority date Publication date Assignee Title
CN102797480A (en) * 2012-08-27 2012-11-28 中国矿业大学 Method for controlling bottom squeeze deformation of high-stress soft rock roadway by using discontinuous pressure-bearing grating concrete wall
CN103266899A (en) * 2013-05-31 2013-08-28 山东科技大学 Method for controlling floor heave deformation of soft rock roadway by means of anchor pile continuous wall
CN105863668A (en) * 2016-04-14 2016-08-17 中煤科工集团武汉设计研究院有限公司 Mine tunnel heaving prevention support method

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Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102852528A (en) * 2012-04-01 2013-01-02 中国矿业大学 Method for controlling floor heave through inverted arch anchoring beam
CN102797478B (en) * 2012-08-27 2015-03-11 中国矿业大学 Method for preventing bottom squeeze of soft rock roadway by using distributed shear-resistant slip-resistant reinforced concrete pile
CN102797478A (en) * 2012-08-27 2012-11-28 中国矿业大学 Method for preventing bottom squeeze of soft rock roadway by using distributed shear-resistant slip-resistant reinforced concrete pile
CN102953372A (en) * 2012-11-14 2013-03-06 福建工程学院 Steel pipe pile and construction method thereof
CN103089304A (en) * 2012-12-21 2013-05-08 太原理工大学 Heaving floor monitoring method
CN103089304B (en) * 2012-12-21 2015-03-25 太原理工大学 Heaving floor monitoring method
CN103291327A (en) * 2013-05-07 2013-09-11 中国矿业大学 Steel pile method for controlling floor heave of gob-side entry retaining
CN103557009A (en) * 2013-11-15 2014-02-05 山东科技大学 Row pile retaining and protecting method for preventing roadway floor heaving
CN103628898A (en) * 2013-11-15 2014-03-12 山东科技大学 Continuous wall supporting method for preventing floor heaving of roadway
CN103628898B (en) * 2013-11-15 2016-01-20 山东科技大学 A kind of for preventing the diaphragm wall supporting method of Floor Heave in Roadway
CN104481556A (en) * 2014-11-25 2015-04-01 安徽理工大学 Method for treating floor heave of inclined tunnel in coal mine
CN104500099A (en) * 2014-11-25 2015-04-08 安徽理工大学 Treatment method for colliery roadway floor heaves
CN104500099B (en) * 2014-11-25 2016-08-24 安徽理工大学 The administering method of distension at the bottom of the gallery of a kind of colliery
CN106522983A (en) * 2017-01-10 2017-03-22 山东科技大学 Method for preventing and treating bottom heaving of strong-water-swelling soft rock roadway
CN109139057A (en) * 2018-10-29 2019-01-04 六盘水师范学院 A kind of coal cutting roadway bottom plate water suction pucking administering method

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